978-1337094740 Chapter 5 Part 3

Type Homework Help

Pages 14

Words 2940

Textbook Steel Design 6th Edition

Authors William T. Segui

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From the Zxtable, bMnbMp203 ft-kips 192 ft-kips

(OK)

Vu144 kips 131 kips (N.G.)

Beam not adequate

(vVncan also be found in the Zxtable.)

(b) Pa60 kips

1' 1'

60 k 60 k

30 k

-30 k

Ma902−601120 ft-kip

From the Zxtable, Mn/bMp/b135 ft-kips 120 ft-kips

(OK)

5.8-4

Nominal shear strength:

41. 1 2. 24 E

2. 24 29, 000

50 53. 95 ∴Cv11. 0

16. 5 −5. 55

3477 in.-kips 289. 8 ft-kips

(a) Pu 1. 6PL 1. 685  136 kips,

wu 1. 2wD 1. 20. 100  0.12 kips/ft

5.10-1

(a) Neglect beam weight and check it later.

7.5'

54.4 k

30'

40.7 k 40.7 k

7.5' 7.5' 7.5'

ABC

2. 5509. 33279. 94509. 33279. 91. 276

1. 276

399 ft-kips

Try a W16 89

bMn410 ft-kips for Cb1.0. For Cb1. 276,

bMn1. 276410523 ft-kips 509.3 ft-kips (OK)

30'

28.25 k 28.25 k

0.75 k/ft

ABC

2. 5Mmax 3MA4MB3MC

12. 5339. 4

2. 5339. 43190. 84339. 43190. 81. 266

1. 266 268 ft-kips

Try a W14 90

b

311 ft-kips for Cb1.0. For Cb1. 266,

1. 266311394 ft-kips 339.4 ft-kips (OK)

5.10-2

(a) Assume a beam weight of 200 lb/ft

wu1. 2wD1. 6wL1. 23. 33 0. 21. 66. 67

14. 91 kips/ft

30'

20'10'

10.2 k/ft

Take moments about right end to determine left reaction, RL:

5.10-3

(a) Assume a beam weight of 200 lb/ft

wu1. 2wD1. 6wL1. 23. 33 0. 21. 66. 6714. 91

kips/ft

2. 519053189841638310061. 189

Enter the beam design charts with Lb20 ft and Mu

1905

1. 189 1602

ft-kips

Try a W36 160

bMn1740 ft-kips for Cb1.0. For Cb1. 189,

30'

20'10'

10.2 k/ft

Take moments about right end to determine left reaction, RL:

2. 5130231298411203687. 51. 189

Enter the beam design charts with Lb 20 ft and Ma

1302

1. 189 1095

[5-49]

or posted to a publicly accessible website, in whole or in part.

ft-kips

Try W36 160

1156 ft-kips for Cb1.0. For Cb1. 189,

5.10-4

(a) wu1. 2wD1. 6wL1. 222. 4 kips/ft (neglect beam wt. and

2. 5450. 03292. 54450. 03292. 51. 202

[5-50]

or posted to a publicly accessible website, in whole or in part.

Deflection: Maximum ΔLL

1. 202 374 ft-kips

Try a W18 86

bMn407 ft-kips for Cb1.0. For Cb1. 202,

bMn1. 202407489 ft-kips 450 ft-kips (OK)

bMp698 ft-kips 489 ft-kips (OK)

15' 15'

15 k

2 k/ft

2. 5Mmax 3MA4MB3MC

12. 5337. 5

2. 5337. 53225. 04337. 53225. 01. 190

Deflection: Maximum ΔLL

360 3012

360 1. 0 in.

1. 190 284 ft-kips

Try a W14 90

b

311 ft-kips for Cb1.0. For Cb1. 190,

1. 190311370 ft-kips 337.5 ft-kips (OK)

5.10-5

(a) Pu1. 2PD1. 6PL1. 61828. 8 kips (neglect beam wt.

2. 52163180421631801. 087

1. 087 199 ft-kips

Try a W16 40

bMn229 ft-kips for Cb1.0. For Cb1. 087,

bMn1. 087229249 ft-kips 216 ft-kips (OK)

[5-53]

or posted to a publicly accessible website, in whole or in part.

2. 5Mmax 3MA4MB3MC

12. 5135. 0

2. 5135. 03112. 54135. 03112. 51. 087

1. 087 124 ft-kips

Try a W16 36

b

131 ft-kips for Cb1.0. For Cb1. 087,

1. 087131142 ft-kips 135 ft-kips (OK)

5.10-6

(a) Pu1. 2PD1. 6PL1. 62032. 0 kips (neglect beam wt. and

check it later.)

Mu46. 86514. 865309 ft-kips

Enter the beam design charts with Lb28 ft (Cb1. 0

5.10-7

(a) Assume a beam weight of 40 lb/ft: wD170 40 210 lb/ft

Load combination 3 controls:

wu1. 2D1. 6S1. 22101. 6280700. 0 lb/ft

1. 30 42. 1 ft-kips:

[5-56]

or posted to a publicly accessible website, in whole or in part.

Try a W8 18. Ix61. 9 in.489. 1 in.4required (N.G.)

From the Ixtable, try a W12 16 with Ix103 in.4.

For Cb1.0, bMn75. 4 ft-kips 54.7 ft-kips, so the Cbincrease is

1. 30 29. 4 ft-kips:

Try a W10 22: Ix118 in.451. 6 in.4OK

For Cb1.0, Mn/b44 ft-kips 38.28 ft-kips. The strength will be

5.11-1

From Table 6-2, for Lb20 ft,

5.11-2

Dead load:

wD3 kips/ft (neglect beam wt. and check it later.)

wu1. 233. 6 kips/ft

PL25 kips. Pu1. 62540. 0 kips

2. 5Mmax 3MA4MB3MC

2. 5705. 03453. 84705. 03453. 81. 206

1. 206 585 ft-kips

Try a W24 x 104. From Table 6-2, Ix3100 in.4838 in.4required

(OK)

bMnx 646 ft-kips for Cb1. 0. For Cb1. 206,

5.11-3

Dead loads:

Slab: w5

12 15062. 5 psf

wD62. 5 106435. 0 lb/ft (neglect beam wt. and check it

Mu1

8wuL21

81. 29302145 ft-kips

From the Zxtable,

Try a W14 26, bMnbMp151 ft-kips (OK)

Ix245 in.4151 in.4required (OK)

8waL21

80. 915302103 ft-kips

From the Zxtable,

Try a W16 26, Mn

b

Mp

b

110 ft-kips 103 ft-kips (OK)

Ix301 in.4151 in.4required (OK)

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978-1337094740 Chapter 5 Part 3

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978-1337094740 Chapter 5 Part 3

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